Rectangular Tank Calculation

Rectangular Tank Calculation Sheet

TANK CALCULATION SHEET

I. DESIGN PARAMETERS:

- Code Design : API 650 & Roark's Formulas

- Design pressure Pd : Full water + 5 kPag

= 22.27 kPa

- Design temperature : 60oC / AMB

- Operating pressure : ATM

- Operating temperature : 27oC

- Corrosion Allowance C.A : 0 mm

- Liquid Specific Gravity : 1.00

- Joint Efficiency : 0.85 (For Shell)

: 1.00 (For Roof & Bottom)

- Elastic Modulus E : 2.9*E+7 psi

= 199947962 kPa

retangular

MATERIAL SPECIFICATION: :

- Shell, Roof & Bottom : SS 316L

- Allowable Stress Sa : 16700 psi

= 115142 kPa

- Nozzle Neck : A 182 F 316L

- Flange : A 182 F 316L

- Pipe Fittings : A 312 TP 316L

- Bolts & Nuts : A 193 Gr B8M / A 194 Gr 8M

- Stiffeners : SS 316L

TANK GEOMETRY:

- Height H : 1760 mm

- Length L : 1219 mm

- Width W : 1066 mm

II. DESIGN

Width (W)

Hei

ght

(H)

Page 1 of 28


II.1 Side Wall Plate Calculation (Height x Length)

II.1.1 Wall Thickness Calculation

(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)

Vertical length without reinforced a : 587 mm

Horizontal length without reinforced b : 406 mm

Ratio, a/b : 1.44

α = 0.0797

β = 0.4658

Required thickness

tr = Sqrt(β*Pd*b2)/Sa) + C.A = 3.86 mm

Adopted thickness ta : 6.00 mm

Maximum deflection

Ymax = α*Pd*b4/(E*ta

3) = 1.12 mm

Ymax < 1/2 ta

1.12mm < 3mm

Therefore, adopted thickness is satisfactory

II.1.2 Top Edge Stiffener

R1 = 0.03*Pd*a = 0.39 kN/m

R2 = 0.32*Pd*a = 4.18 kN/m

Moment inertia required:

Jmin = R1*b4/(192*E*ta) = 46.38 mm

4

= 0.0046 cm4

Moment inertia of used stiffener (Flat bar 65x6):

Jx = Jy = 13.7 cm4

Therefore, Top edge stiffener is satisfactory

II.1.3 Horizontal Stiffener


Jmin = R2*b4/(192*E*ta) = 494.69 mm

4

= 0.0495 cm4


Jx = Jy = 13.7 cm4

Therefore, Horizontal stiffener is satisfactory

II.1.4 Vertical Stiffener

Hei

ght

(H)

a

b

Length (L)

a

b

Stiffeners

a

b

a

b

Page 2 of 28


Maximum bending moment at Hy = 0.5773*amax = 338.68 mm

Maximum bending moment:

Mmax = 0.0641*Pd*b*Hy2

= 0.07 kNm

Required section modulus:

Zr = Mmax/Sa = 5.78E-07 mm3

= 0.58 cm3

Section modulus of used stiffener (Flat bar 65x6):

Z = 4.2 cm3

Therefore, Vertical stiffener is satisfactory

II.2 Side Wall Plate Calculation (Height x Width)





Ratio, a/b : 1.65

α = 0.0934

β = 0.5301

Required thickness



Maximum deflection


3) = 0.77 mm

Ymax < 1/2 ta

0.77mm < 3mm



R1 = 0.03*Pd*a = 0.39 kN/m

R2 = 0.32*Pd*a = 4.18 kN/m


Jmin = R1*b4/(192*E*ta) = 27.12 mm

4

= 0.0027 cm4


Jx = Jy = 13.7 cm4



Hei

ght

(H

)

a

b

a

b

Stiffeners

a

b

a

b

Width (W)

Page 3 of 28



Jmin = R2*b4/(192*E*ta) = 289.30 mm

4

= 0.0289 cm4


Jx = Jy = 13.7 cm4






= 0.06 kNm



= 0.51 cm3


Z = 4.2 cm3


II.3 Roof Plate Calculation

Loads on roof plate:

- Roof area: = 1.299454 m2

- Live load: = 1.5 kPa

- Roof weight: = 111 kg

- Roof structure weight: = 116 kg

- Roof Equipment weight: = 120 kg

- Dead load: = 2.6 kPa

Total load on roof plate: = 4.1 kPa

Distance without reinforced in width a : 533 mm

Distance without reinforced in length b : 609.5 mm

Ratio, a/b : 0.87

α = 0.0332

β = 0.2297

Required thickness:



Maximum deflection:


3) = 0.44 mm

Ymax < 1/2 ta

0.44mm < 3mm


II.4 Bottom Plate Calculation

Stiffeners

Wid

th (

W)

Length (L)

aa

bb

a

b

a

b

Stiffeners

a

b

a

b

Wid

th (

W)

Length (L)

Page 4 of 28




Ratio, a/b : 0.87

α = 0.0332

β = 0.2297

Required thickness:



Maximum deflection:


3) = 1.00 mm

Ymax < 1/2 ta

1mm < 4mm


a

b

a

b

Stiffeners

a

b

a

b

Wid

th (

W)

Length (L)

Page 5 of 28






= 24.62 kPa









= 199947962 kPa

retangular




= 115142 kPa


- Flange : A 182 F 316L




TANK GEOMETRY:



- Width W : 1100 mm

Width (W)

Hei

ght

(H)

Page 6 of 28


II. DESIGN






Ratio, a/b : 1.07

α = 0.0504

β = 0.3185

Required thickness



Maximum deflection


3) = 1.82 mm

Ymax < 1/2 ta

1.82mm < 4mm



R1 = 0.03*Pd*a = 0.49 kN/m

R2 = 0.32*Pd*a = 5.25 kN/m


Jmin = R1*b4/(192*E*ta) = 240.32 mm

4

= 0.0240 cm4

Moment inertia of used stiffener (angle 65x65x6):

Jx = Jy = 29.4 cm4




Jmin = R2*b4/(192*E*ta) = 2563.43 mm

4

= 0.2563 cm4


Jx = Jy = 29.4 cm4


Hei

ght

(H)

a

b

Length (L)

a

b

Stiffeners

a

b

a

b

Page 7 of 28






= 0.15 kNm



= 1.26 cm3

Section modulus of used stiffener (angle 65x65x6):

Z = 6.26 cm3







Ratio, a/b : 1.21

α = 0.0624

β = 0.38

Required thickness



Maximum deflection


3) = 1.37 mm

Ymax < 1/2 ta

1.37mm < 4mm



R1 = 0.03*Pd*a = 0.49 kN/m

R2 = 0.32*Pd*a = 5.25 kN/m


Jmin = R1*b4/(192*E*ta) = 146.71 mm

4

= 0.0147 cm4


Jx = Jy = 29.4 cm4


Hei

ght

(H

)

a

b

a

b

Stiffeners

a

b

a

b

Width (W)

Page 8 of 28




Jmin = R2*b4/(192*E*ta) = 1564.91 mm

4

= 0.1565 cm4


Jx = Jy = 29.4 cm4






= 0.13 kNm



= 1.12 cm3


Z = 6.26 cm3




- Roof area: = 6.16 m2








Distance without reinforced in length b : 700 mm

Ratio, a/b : 1.57

α = 0.0886

β = 0.5076

Required thickness:



Maximum deflection:


3) = 1.19 mm

Ymax < 1/2 ta

1.19mm < 3mm


Stiffeners

Wid

th (

W)

Length (L)

aa

bb

Page 9 of 28





Ratio, a/b : 0.88

α = 0.0341

β = 0.2341

Required thickness:



Maximum deflection:


3) = 1.23 mm

Ymax < 1/2 ta

1.23mm < 4mm


a

b

a

b

Stiffeners

a

b

a

b

Wid

th (

W)

Length (L)

Page 10 of 28






= 24.62 kPa









= 199947962 kPa

retangular




= 115142 kPa


- Flange : A 182 F 316L




TANK GEOMETRY:



- Width W : 1250 mm

Width (W)

Hei

ght

(H)

Page 11 of 28


II. DESIGN






Ratio, a/b : 1.05

α = 0.0487

β = 0.3096

Required thickness



Maximum deflection


3) = 1.88 mm

Ymax < 1/2 ta

1.88mm < 4mm



R1 = 0.03*Pd*a = 0.49 kN/m

R2 = 0.32*Pd*a = 5.25 kN/m


Jmin = R1*b4/(192*E*ta) = 257.95 mm

4

= 0.0258 cm4


Jx = Jy = 29.4 cm4




Jmin = R2*b4/(192*E*ta) = 2751.49 mm

4

= 0.2751 cm4


Jx = Jy = 29.4 cm4


Hei

ght

(H)

a

b

Length (L)

a

b

Stiffeners

a

b

a

b

Page 12 of 28






= 0.15 kNm



= 1.29 cm3


Z = 6.26 cm3







Ratio, a/b : 1.07

α = 0.0504

β = 0.3185

Required thickness



Maximum deflection


3) = 1.85 mm

Ymax < 1/2 ta

1.85mm < 4mm



R1 = 0.03*Pd*a = 0.49 kN/m

R2 = 0.32*Pd*a = 5.25 kN/m


Jmin = R1*b4/(192*E*ta) = 244.64 mm

4

= 0.0245 cm4


Jx = Jy = 29.4 cm4


Hei

ght

(H

)

a

b

a

b

Stiffeners

a

b

a

b

Width (W)

Page 13 of 28




Jmin = R2*b4/(192*E*ta) = 2609.51 mm

4

= 0.2610 cm4


Jx = Jy = 29.4 cm4






= 0.15 kNm



= 1.27 cm3


Z = 6.26 cm3




- Roof area: = 7.125 m2









Ratio, a/b : 1.75

α = 0.0989

β = 0.5559

Required thickness:



Maximum deflection:


3) = 1.39 mm

Ymax < 1/2 ta

1.39mm < 3mm


Stiffeners

Wid

th (

W)

Length (L)

aa

bb

Page 14 of 28





Ratio, a/b : 0.99

α = 0.0435

β = 0.283

Required thickness:



Maximum deflection:


3) = 1.68 mm

Ymax < 1/2 ta

1.68mm < 4mm


a

b

a

b

Stiffeners

a

b

a

b

Wid

th (

W)

Length (L)

Page 15 of 28






= 24.62 kPa









= 199947962 kPa

retangular




= 115142 kPa


- Flange : A 182 F 316L




TANK GEOMETRY:



- Width W : 1250 mm

II. DESIGN

Width (W)

Hei

ght

(H)

Page 16 of 28





Vertical length without reinforced a : 500.0 mm


Ratio, a/b : 0.95

α = 0.0401

β = 0.2652

Required thickness



Maximum deflection


3) = 1.74 mm

Ymax < 1/2 ta

1.74mm < 3mm



R1 = 0.03*Pd*a = 0.37 kN/m

R2 = 0.32*Pd*a = 3.94 kN/m


Jmin = R1*b4/(192*E*ta) = 121.80 mm

4

= 0.0122 cm4


Jx = Jy = 13.7 cm4




Jmin = R2*b4/(192*E*ta) = 1299.20 mm

4

= 0.1299 cm4


Jx = Jy = 13.7 cm4



Hei

ght

(H)

a

b

Length (L)

a

b

Stiffeners

a

b

a

b

Page 17 of 28





= 0.07 kNm



= 0.60 cm3


Z = 4.2 cm3







Ratio, a/b : 1.20

α = 0.0616

β = 0.3762

Required thickness



Maximum deflection


3) = 1.06 mm

Ymax < 1/2 ta

1.06mm < 3mm



R1 = 0.03*Pd*a = 0.37 kN/m

R2 = 0.32*Pd*a = 3.94 kN/m


Jmin = R1*b4/(192*E*ta) = 48.32 mm

4

= 0.0048 cm4


Jx = Jy = 13.7 cm4



Hei

ght

(H

)

a

b

a

b

Stiffeners

a

b

a

b

Width (W)

Page 18 of 28



Jmin = R2*b4/(192*E*ta) = 515.46 mm

4

= 0.0515 cm4


Jx = Jy = 13.7 cm4






= 0.05 kNm



= 0.48 cm3


Z = 4.2 cm3




- Roof area: = 2.625 m2









Ratio, a/b : 1.79

α = 0.1011

β = 0.5662

Required thickness:



Maximum deflection:


3) = 1.70 mm

Ymax < 1/2 ta

1.7mm < 3mm



Stiffeners

Wid

th (

W)

Length (L)

aa

bb

a

b

a

b

Stiffeners

a

b

a

b

Wid

th (

W)

Length (L)

Page 19 of 28




Ratio, a/b : 1.19

α = 0.0607

β = 0.3718

Required thickness:



Maximum deflection:


3) = 1.11 mm

Ymax < 1/2 ta

1.11mm < 4mm


a

b

a

b

Stiffeners

a

b

a

b

Wid

th (

W)

Length (L)

Page 20 of 28

THANG LONG

ITEM NO. NAME

DESIGN CAPACITY

(m3)

LENGTH

(mm)

WIDTH

(mm)

HEIGHT

(mm)

T-6601 CORROSION INHIBITOR TANK 2.22 1219 1066 1760

T-6603 POUR POINT DEPRESSANT TANK 12.02 5600 1100 2000

T-6605 BACK UP CHEMICAL TANK 2.22 1219 1066 1760

T-6607 DEMULSIFIER TANK 2.22 1219 1066 1760

T-6621 CORROSION INHIBITOR TANK 2.22 1219 1066 1760

T-6622 POUR POINT DEPRESSANT TANK 13.93 5700 1250 2000

T-6623 DEMULSIFIER TANK 2.22 1219 1066 1760

T-6624 H2S SCAVENGER TANK 5.13 2100 1250 2000

T-6629 BACK UP CHEMICAL TANK 2.22 1219 1066 1760

T-6636 SCALE INHIBITOR TANK 2.22 1219 1066 1760

DONG DO

HEIGHT X LENGTH HEIGHT X WIDTH ROOF PLATE BOTTOM PLATE

t

(mm)

a

(mm)

b

(mm)

t

(mm)

a

(mm)

b

(mm)

t

(mm)

a

(mm)

b

(mm)

t

(mm)

a

(mm)

b

(mm)

6 587 406 6 587 355 6 533 609.5 8 533 609.5

8 667 700 8 667 550 6 1100 700 8 550 700

6 587 406 6 587 355 6 533 609.5 8 533 609.5

6 587 406 6 587 355 6 533 609.5 8 533 609.5

6 587 406 6 587 355 6 533 609.5 8 533 609.5

8 667 712.5 8 667 625 6 1250 712.5 8 625 712.5

6 587 406 6 587 355 6 533 609.5 8 533 609.5

6 500 525 6 500 417 6 1250 700 8 625 700

6 587 406 6 587 355 6 533 609.5 8 533 609.5

6 587 406 6 587 355 6 533 609.5 8 533 609.5

A(L)

(mm2)

A(U)

(mm2)

binh

(kg)

tang cung

(kg)mw nozz accessary

Base

framedry

specific

gravity

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.99

4 10 4 3 2 9 3 10 753 1160 2344 766 63 20 20 144 3357 0.91

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.781

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 1.02

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.99

4 10 4 3 2 9 3 10 753 1160 2513 776 63 20 20 148 3541 0.91

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 1.02

5 5 5 4 2 4 3 5 390 1160 913 195 63 20 20 77 1289 0.998

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.78

4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 1.3

capacity

working

luu chat

(kg)operating

hydro

test

2 1980 2772 3013

10.85 9873.5 13231 15379

2 1562 2354 3013

2 2040 2832 3013

2 1980 2772 3013

12.63 11493.3 15034 17471

2 2040 2832 3013

4.6 4590.8 5879 6422

2 1560 2352 3013

2 2600 3392 3013

Documents

Rectangular Tank Calculation